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Home My WebLink AboutBANK OF COLORADO DRIVE-THRU AT W ELIZABETH - FDP210007 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT Bank of Colorado 1305 W. Elizabeth Drive Prepared for: BANK OF COLORADO 1609 E. Harmony Road Fort Collins, CO 80525 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 March 18, 2021 Job Number 1443-067-00 1218 Ash Street | Suite A Windsor, CO 80550 970.674.3300 March 18, 2021 Mr. Matt Simpson City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage for Bank of Colorado – 1305 W. Elizabeth Drive Dear Matt, I am pleased to submit for your review and approval, this Final Drainage Report for the Bank of Colorado development. I certify that this report for the drainage design was prepared in accordance with the criteria in the Fort Collins Stormwater Criteria Manual. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Erika Schneider, P.E. Michael Oberlander, P.E. Colorado Professional Engineer 41777 Colorado Professional Engineer 34288 COMPLIANCE STATEMENT “I hereby attest that this report for the final drainage design for the Bank of Colorado – 1609 E. Harmony Road was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others.” 3-18-2021 ____________________________________________ _______________________ Registered Professional Engineer Date {seal} TABLE OF CONTENTS 1. GENERAL LOCATION AND DESCRIPTION ........................................................................................... 1 1.1 Location ....................................................................................................................................... 1 1.2 Description of Property ............................................................................................................. 1 1.3 Floodplain Submittal Requirements ........................................................................................ 2 2. DRAINAGE BASINS AND SUB-BASINS ................................................................................................. 2 2.1 Major Basin Description ............................................................................................................. 2 2.2 Sub-basin Description ................................................................................................................ 2 3. DRAINAGE DESIGN CRITERIA .............................................................................................................. 3 3.1 Regulations ................................................................................................................................. 3 3.2 Directly Connected Impervious Area (DCIA) Discussion ........................................................ 3 3.3 Development Criteria Reference and Constraints ................................................................. 4 3.4 Hydrologic Criteria ..................................................................................................................... 5 3.5 Hydraulic Criteria ....................................................................................................................... 5 3.6 Floodplain Regulations Compliance ........................................................................................ 5 3.7 Modifications of Criteria ............................................................................................................ 6 4. DRAINAGE FACILITY DESIGN ............................................................................................................... 6 4.1 General Concept ......................................................................................................................... 6 4.2 Specific Details ............................................................................................................................ 6 4.3 Detention and Water Quality .................................................................................................... 7 5. CONCLUSIONS ..................................................................................................................................... 7 5.1 Compliance with Standards ...................................................................................................... 7 5.2 Drainage Concept ....................................................................................................................... 7 6. REFERENCES ........................................................................................................................................ 8 APPENDICES APPENDIX A ................................................................................... VICINITY MAP AND DRAINAGE PLAN APPENDIX B .......................................................................................... HYDROLOGIC COMPUTATIONS APPENDIX C ............................................................................................... HYDRAULIC CALCULATIONS APPENDIX D ........................................................................... WATER QUALITY AND LID INFORMATION APPENDIX E .......................................................... SOILS INFORMATION AND REFERENCE MATERIALS APPENDIX F....................................................................................... FLOODPLAIN REVIEW CHECKLIST 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Bank of Colorado Development is in the Southeast Quarter of Section 15, Township 7 North, Range 69 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project is the Westerly 68.49 feet of Lot 1, Second Campus West Subdivision and is located at 1305 West Elizabeth Street. This property is bounded on the north by West Elizabeth Street on the east by the drive aisle of Lot 1, Second Campus West Subdivision, on the south by Lots 1, 2 and 3, John XXII University Center Subdivision and also Lot 3, Second Campus West Subdivision and on the west by Lot 1 Campus West Redevelopment. The property was originally developed for a car wash as Campus West Car Wash in 2003. 1.2 Description of Property The site is approximately 10,970 square feet of land and will consist of the addition of new accessible sidewalks and bike parking, conversion of wash bays into new drive-thru lanes for banking activities, work area and storage, new public and employee parking zones and new trash and recycling enclosure. The property is zoned General Commercial District. The site generally sheets in all directions at approximately 0.5-2%. The land is currently developed with existing parking, drive aisles and a building. There are no offsite flows contributing to the site. The existing flow drains to existing offsite inlets. The soils on site consist 100 percent of Nunn clay loam, wet, 1 to 3 percent slopes (Hydrologic Soil Group C). Please refer to Appendix F for hydrologic soil information. 2 1.3 Floodplain Submittal Requirements According to FEMA Panel 08069C0978G (effective 5/2/2012) the property is within Zone X but is in the Moderate Risk, under 1 foot depth, per the City of Fort Collins City designated Canal Importation Floodplain. Therefore, a “City of Fort Collins Floodplain Review Checklist for 100% Submittals” has been included with this report and is in Appendix F. This project is within compliance of Chapter 10 of the City Code. There are no structures, existing or proposed, in the floodplain. The work in the floodplain will only include excavation of the existing sidewalk and return to existing grade for connection of the proposed storm system to the existing inlet in West Elizabeth Street. A floodplain use permit will be submitted at the time of building permit application. 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the City of Fort Collins designated Canal Importation Basin of the Master Drainage Plan. The Canal Importation Basin contains three major irrigation canals that traverse the Basin from North to South. Storm water enters and exits the Basin through these canals. The site is located on the downhill side east of the Larimer County Canal No. 2. Runoff from the area flows in a west to east direction until being routed through the Colorado State University campus. 2.2 Sub-basin Description Historically, the site drains overland where it is collected by an existing inlet in either West Elizabeth or the Lot 1 Campus West Development and discharged into an existing storm system in West Elizabeth. 3 The site currently consists of 9,202 square feet of impervious area. Please refer to the attached Existing Impervious Area Exhibit in Appendix D. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the “Fort Collins Stormwater Criteria Manual” (FCSCM) specifications. Where applicable, the criteria established in the “Urban Storm Drainage Criteria Manual”, developed by the Mile High Flood District (previously the Urban Drainage and Flood Control District), has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff from the site shall be conveyed to underground water quality facilities which reduces the rate of runoff and promotes settlement of particles. The project will also lower the imperviousness of the site. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, runoff from the site shall be conveyed to underground facilities which reduces the rate of runoff and promotes settlement of particles. 4 Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to an existing storm system, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs The proposed project will control pollutants by encouraging them to settle out inside the isolator row of the underground facilities before being released from the site. The proposed project will proactively control pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system as compared to historic conditions. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Because the project will reduce the overall percent imperviousness of the site, detention is not required. However, water quality capture volume will be provided on site. The site’s water quality will be met through the use of an underground water quality system (proposed ADS Stormtech system). The effective impervious area for the site has been reduced from the current condition of 83 percent to a proposed condition of 78 percent. Please refer to the attached Existing Impervious Area Exhibit and Proposed Impervious Area Exhibit in Appendix D. Runoff reduction practices (LID techniques) are also required. No less than seventy five percent of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques. The project proposes 5,690 sf of new or modified impervious area. Basins A and B contain 5,412 sf of impervious area that will be treated by the underground water quality facilities, is 95% of the total and exceeds the 75% requirement. ADS Stormtech Chambers are proposed to achieve LID and water quality treatment. 5 Please refer Appendix D for the Water Quality Treatment Area Exhibit delineating the new/modified impervious areas and the non-modified existing impervious areas. Please refer to Appendix D for LID calculations and information. 3.4 Hydrologic Criteria Runoff computations were prepared for the 2-year minor storm and 100-year major storm frequency utilizing the Rational Method. All hydrologic calculations associated with the basins are included in Appendix B of this report and provide the time of concentration calculations and a summary of the design flows for the sub-basins and design points associated with this site. Water quality volume was calculated using the method recommended in the “Urban Storm Drainage Criteria Manual” with the 12-hour drain time. Water quality capture volume calculations are in Appendix D. 3.5 Hydraulic Criteria All hydraulic calculations are presented in Appendix C of this report and are prepared in accordance with the City of Fort Collins Drainage Criteria. Hydraulic calculations include inlet capacity spreadsheets and StormCAD calculations for pipe network analysis. 3.6 Floodplain Regulations Compliance According to FEMA Panel 08069C0978G (effective 5/2/2012) the property is within Zone X but is in the Moderate Risk, under 1 foot depth, per the City of Fort Collins City designated Canal Importation Floodplain. Therefore, a “City of Fort Collins Floodplain Review Checklist for 100% Submittals” has been included with this report and is in Appendix F. This project is within compliance of Chapter 10 of the City Code. There are no structures, existing or proposed, in the floodplain. The work in the floodplain 6 will only include excavation of the existing sidewalk and return to existing grade for connection of the proposed storm system to the existing inlet in West Elizabeth Street. A floodplain use permit will be submitted at the time of building permit application. . 3.7 Modifications of Criteria There will not be any Modifications of Criteria for this project. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the underground storage system where it will be treated for water quality before being released into the existing Elizabeth Street storm system. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Please refer to Appendix A for the drainage plan. Basin A is 0.07 acres and consists of the south drive aisle area and the proposed building. The basin drains to the inlet at Design Point a that collects flow from this area and conveys flow to the underground water quality system. Roof drains will be directly connected to this storm system. Basin B is 0.05 acres and consists of the north parking area and drive area. The basin drains to the curb inlet at Design Point b that collects flow from this area and conveys flow to the underground water quality system. 7 4.3 Detention and Water Quality Because the project will reduce the overall percent imperviousness of the site, detention is not required. The water quality capture volume for the site was sized based on a 12-hour drain time and is 178 cf. Please refer to Appendix D for water quality information. The Stormtech system will provide 181 cf of total storage. Treated flow will be released into the existing inlet and storm system in West Elizabeth Street. The system proposed for treatment is the Stormtech SC-160LP Chamber System. Inspection ports will be provided for inspection and maintenance. Please refer to Appendix D for underground storage information. 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report follow the City of Fort Collins Storm Drainage Design Criteria Manual. A separate Erosion Control Plan and Escrow have been submitted to the City of Fort Collins. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 8 6. REFERENCES 1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual”, adopted December 2018. 2. Urban Drainage and Flood Control District (Mile High Flood District), “Urban Storm Drainage Criteria Manual”, Volume 1, revised August 2018, Volume 2, revised September 2017, and Volume 3 updated January 2021. APPENDIX A VICINITY MAP AND DRAINAGE PLAN SITE vicinity map Scale:: 1"=300' WEST ELIZABETH STREETLOT 1CAMPUSWESTREDEVELOPMENTPROPOSED BUILDINGFF=5031.5WESTERLY 68.49'LOT 1 CAMPUS WEST SUB.LOT 2JOHN XXIIIUNIVERSITY CENTERLOT 1LESS WESTERLY 68.49'CAMPUS WEST SUB.RHYLVLoQV No.DDWH DHVFULSWLoQ B\ RHYLVLoQV No.DDWH DHVFULSWLoQ B\010'2010510SCALE: 1" = PROPOSED MINOR CONTOURPROPOSED MAJOR CONTOUREXISTING MINOR CONTOUREXISTING MAJOR CONTOURLEGENDPROPOSED DIRECTION OF OVERLAND FLOWMINOR STORM RUNOFF COEFFICIENTDRAINAGE BASIN AREA, ACRESPROPOSED DRAINAGE BASIN IDDESIGN POINTPROPOSED DRAINAGEBASIN DIVIDE LINENOTES1. FLOODPLAIN USE PERMIT AND NO RISE CERTIFICATION WILL BE REQUIRED FOR THE STORM PIPE CONNECTION TO THE EXISTINGINLET IN THE FLOODPLAIN.2. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITY OF FORT COLLINS 100-YEAR FLOODPLAIN AND ALL DEVELOPMENTMUST SATISFY REQUIREMENTS OF CHAPTER 10 OF CITY CODE.3. PRIOR TO BEGINNING ANY WORK IN THE FLOOD FRINGE (STORMWATER PIPE, EXCAVATE AND REPAIR SIDEWALK)A FLOODPLAINUSE PERMIT IS REQUIRED.4. PRIOR TO BEGINNING ANY WORK IN THE FLOODWAY (STORMWATER PIPE, EXCAVATE AND REPAIR SIDEWALK) AN APPROVEDNO-RISE CERTIFICATE IS REQUIRED.5. NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". NO MANUFACTURED HOMES, EXCEPT IN ANEXISTING PARK, CAN BE PLACED IN THE FLOODWAY. NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USESTRUCTURE TO A RESIDENTIAL STRUCTURE. LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODWAYWITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO RISE". NO STORAGE OFMATERIALS OR EQUIPMENT.PRELIMINARYNOT FOR CONSTRUCTIONPREPARED FOR PROJ. NO.DATE SCALE H SCALE V CHECKED BY DESIGNED BY PROJECT NAME 1218 W. Ash, Suite A Windsor , Colorado 80550 Phone: (970) 674-3300 Fax: (970) 674-3303 W. 68.49 FT. OF LOT 1, 2ND CAMPUS W. SUBDIVION BANK OF COLORADO DRAINAGE PLAN 03/22/2021 NA NA JL MPO1443-067-008of16BANK OF COLORADO 1609 E. HARMONY RD FORT COLLINS, COLORADO 80525 970-206-1160 APPENDIX B HYDROLOGIC COMPUTATIOS Interwest Consulting GroupPROPOSED DRAINAGE SUMMARY TABLEDesign Tributary Area C (2 & 10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)totSub-basinREMARKSPoint (ac) (min) (min) (cfs) (cfs) (cfs)a A 0.07 0.91 1.00 5.0 5.0 0.19 0.32 0.73 UNDERGROUND WQb B 0.06 0.87 1.00 5.0 5.0 0.15 0.26 0.60 UNDERGROUND WQ3-11-21 COFC FLOW.xls Interwest Consulting GroupRUNOFF COEFFICIENTS & % IMPERVIOUSLOCATION:Bank of Colorado-ElizabethPROJECT NO:1443-067-00COMPUTATIONS BY:esDATE:3/11/2021Runoff Coefficient Calculations based on equations fromCity of Fort Collins Stormwater Criteria Manual, December 2018Type C Soils Runoff %Recommended Runoff Coefficients from Table 3.2-2coefficient ImperviousRecommended % Impervious from Table 4.1-3CStreets, parking lots (asphalt): 0.95 100Sidewalks (concrete): 0.95 100Roofs: 0.95 90Gravel or Pavers: 0.50 40Landscape Areas (Avg, sandy) : 0.15 2Landscape Areas (Steep, sandy) : 0.20 2SUBBASIN TOTAL TOTAL ROOF PAVED GRAVEL/PAVERS SIDEWALK LANDSCAPE RUNOFF% DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft)(C)A0.073,205 1,706 1,306 0 5 1880.91 89B0.062,638 0 2,148 0 219 2710.87 90TOTAL A+B0.13 5,843 1,706 3,454 - 224 459 0.89 89Equations- Calculated C coefficients & % Impervious are area weightedC = Σ (Ci Ai) / At Equation 5-2Ci = runoff coefficient for specific area, AiAi = areas of surface with runoff coefficient of Cin = number of different surfaces to considerRunoff Coefficient Calculations based on equations fromAt = total area over which C is applicable; the sum of all Ai'sCity of Fort Collins Stormwater Criteria Manual, December 20183-11-21 COFC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2TIME OF CONCENTRATION - 2 and 10 YRLOCATION: Bank of Colorado-ElizabethPROJECT NO: 1443-067-00COMPUTATIONS BY: esDATE: 3/11/2021Time of Concentration Calculations based on equations from2 and 10-yr storm Cf = 1.00Table3.2-3 City of Fort Collins Stormwater Criteria Manual, December 2018SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOWtc CHECK FINAL REMARKSDATA TIME (ti) (tt) (URBANIZED BASIN) tcDESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)a A 0.07 0.91 10 1.8 0.9 54 1.0 0.012 2.7 0.3 1.3 64 10.4 5.0b B 0.06 0.87 39 3.0 1.8 5 1.2 0.012 2.9 0.0 1.9 44 10.2 5.0EQUATIONS:tc = ti + ttEquation 5-3ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3Equation 3.3-2tt = L/Vel.Equation 5-5V=1.49/n R2/3S1/2Equation 5-4 Velocity from Manning's Equation with R=0.1final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves3-11-21 COFC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2TIME OF CONCENTRATION - 100 YRLOCATION: Bank of Colorado-ElizabethPROJECT NO: 1443-067-00COMPUTATIONS BY: esDATE: 3/11/2021Time of Concentration Calculations based on equations from100-yr storm Cf = 1.25Table3.2-3 City of Fort Collins Stormwater Criteria Manual, December 2018SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOWtc CHECK FINAL REMARKSDATA TIME (ti) (tt) (URBANIZED BASIN) tcDESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)a A 0.07 0.91 1.00 10 1.8 0.5 54 1.0 0.012 2.7 0.3 0.8 64 10.4 5.0b B 0.06 0.87 1.00 39 3.0 0.8 5 1.2 0.012 2.9 0.0 0.8 44 10.2 5.0EQUATIONS:tc = ti + ttEquation 5-3ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3Equation 3.3-2tt = L/Vel.Equation 5-5V=1.49/n R2/3S1/2Equation 5-4 Velocity from Manning's Equation with R=0.1final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves3-11-21 COFC FLOW.xls Interwest Consulting GroupRATIONAL METHOD PEAK RUNOFF(City of Fort Collins, 2-Yr Storm)LOCATION: Bank of Colorado-ElizabethPROJECT NO: 1443-067-00COMPUTATIONS BY: esDATE: 3/11/2021Rational Method Calculations based on equation from2 yr storm, Cf = 1.00City of Fort Collins Stormwater Criteria Manual, December 2018DIRECT RUNOFF CARRY OVER TOTAL REMARKSDesign Tributary A C Cf tc i Q (2) from Q (2) Q(2)totSub-basinDesignPoint (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)a A 0.07 0.91 5.0 2.85 0.19 0.19b B 0.06 0.87 5.0 2.85 0.15 0.15Q = Cf C iAEquation 5-1Q = peak discharge (cfs)C = runoff coefficientCf = frequency adjustment factori = rainfall intensity (in/hr) from City of Fort Collins IDF curve A = drainage area (acres)i = 24.221 / (10+ tc)0.79683-11-21 COFC FLOW.xls Interwest Consulting GroupRATIONAL METHOD PEAK RUNOFF(City of Fort Collins, 10-Yr Storm)LOCATION: Bank of Colorado-ElizabethPROJECT NO: 1443-067-00COMPUTATIONS BY: esDATE: 3/11/2021Rational Method Calculations based on equation from10 yr storm, Cf = 1.00City of Fort Collins Stormwater Criteria Manual, December 2018DIRECT RUNOFF CARRY OVERTOTAL REMARKSDesign Tributary A C Cf tc i Q (10) from Q (10) Q(10)totSub-basinDesignPoint (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)a A 0.07 0.91 5.0 4.87 0.32 0.32b B 0.06 0.87 5.0 4.87 0.26 0.26Q = Cf C iAEquation 5-1Q = peak discharge (cfs)C = runoff coefficientCf = frequency adjustment factori = rainfall intensity (in/hr) from City of Fort Collins IDF curveA = drainage area (acres)i = 41.44 / (10+ tc)0.79743-11-21 COFC FLOW.xls Interwest Consulting GroupRATIONAL METHOD PEAK RUNOFF(City of Fort Collins, 100-Yr Storm)LOCATION: Bank of Colorado-ElizabethPROJECT NO: 1443-067-00COMPUTATIONS BY: esDATE: 3/11/2021Rational Method Calculations based on equation from100 yr storm, Cf = 1.25City of Fort Collins Stormwater Criteria Manual, December 2018DIRECT RUNOFF CARRY OVERTOTALREMARKSDes. Area A C Cf tc i Q (100) from Q (100) Q(100)totDesignPoint Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)a A 0.07 1.00 5.0 9.95 0.73 0.73b B 0.06 1.00 5.0 9.95 0.60 0.60Q = Cf C iAEquation 5-1Q = peak discharge (cfs)C = runoff coefficienti = rainfall intensity (in/hr) from City of Fort Collins IDF curve A = drainage area (acres)i = 84.682 / (10+ tc)0.79753-11-21 COFC FLOW.xls APPENDIX C HYDRAULIC CALCULATIONS 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490© Nyloplast Inlet Capacity Charts June 20120.001.002.003.004.005.006.007.008.009.0010.0011.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 2' x 2' Road & Highway Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490© Nyloplast Inlet Capacity Charts June 20120.001.002.003.004.005.006.007.008.009.0010.0011.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 2' x 2' Curb Inlet Standard Grate Inlet Capacity ChartLow Hood Setting(4.47" Curb Setting)Mid Hood Setting(6.47" Curb Setting)High Hood Setting(8.47" Curb Setting) Scenario: 100-YRTitle: Bank of Colorado - Elizabethx:\...\1443-067-00 boc elizabeth\stormsystem.stm03/16/21 03:04:03 PMInterwest Consulting Group© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666Project Engineer: Interwest Consulting GroupStormCAD v5.5 [5.5005]Page 1 of 1P-5P-4P-3P-2P-1 DP aJ-1J-2DP bJ-3EX INLET ProfileScenario: 100-YRTitle: Bank of Colorado - Elizabethx:\...\1443-067-00 boc elizabeth\stormsystem.stm03/17/21 11:04:49 AMInterwest Consulting Group© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666Project Engineer: Interwest Consulting GroupStormCAD v5.5 [5.5005]Page 1 of 1Elevation (ft)Station (ft)Profile: Profile - 1Scenario: 100-YR-2+00 -1+00 0+005,020.005,025.005,030.005,035.00Sump: 5,027.90 ftRim: 5,030.50 ftInv Out: 5,027.90 ftDP aSump: 5,027.80 ftRim: 5,031.00 ftInv Out: 5,027.80 ftInv In: 5,027.80 ftJ-1Sump: 5,027.50 ftRim: 5,030.70 ftInv Out: 5,027.50 ftInv In: 5,027.50 ftJ-2Sump: 5,027.30 ftRim: 5,030.29 ftInv Out: 5,028.30 ftInv In: 5,027.30 ftDP bSump: 5,026.20 ftRim: 5,031.00 ftInv Out: 5,026.20 ftInv In: 5,027.40 ftJ-3Sump: 5,024.90 ftRim: 5,029.50 ftInv In: 5,026.00 ftEX INLET@ S = 0.006452 ft/ft8 inch15.50 ftP-5@ S = 0.004511 ft/ft8 inch66.50 ftP-4@ S = 0.006667 ft/ft8 inch30.00 ftP-3@ S = 0.026866 ft/ft8 inch33.50 ftP-2@ S = 0.008000 ft/ft8 inch25.00 ftP-1 Scenario: 100-YRICG Pipe ReportTitle: Bank of Colorado - Elizabethx:\...\1443-067-00 boc elizabeth\stormsystem.stm03/17/21 11:05:42 AMInterwest Consulting Group© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666Project Engineer: Interwest Consulting GroupStormCAD v5.5 [5.5005]Page 1 of 1Label Material SectionShapeManningsnSectionSize-Invert-UpstreamDownstream(ft)-Depth-UpstreamDownstream(ft)Length(ft)ConstructedSlope(ft/ft)AverageVelocity(ft/s)HydraulicGradeLine In(ft)HydraulicGradeLine Out(ft)EnergyGradeLine In(ft)EnergyGradeLine Out(ft)Total Flow(cfs)P-1 Corrugated HDPE Circular 0.012 8 inch 5,026.20 0.63 25.00 0.008000 3.81 5,026.83 5,026.54 5,027.07 5,026.84 1.335,026.00 0.54P-2 Corrugated HDPE Circular 0.012 8 inch 5,028.30 0.54 33.50 0.026866 6.47 5,028.84 5,027.78 5,029.14 5,028.42 1.335,027.40 0.38P-3 Corrugated HDPE Circular 0.012 8 inch 5,027.50 1.59 30.00 0.006667 2.09 5,029.09 5,028.99 5,029.15 5,029.06 0.735,027.30 1.69P-4 Corrugated HDPE Circular 0.012 8 inch 5,027.80 1.53 66.50 0.004511 2.09 5,029.33 5,029.13 5,029.40 5,029.19 0.735,027.50 1.63P-5 Corrugated HDPE Circular 0.012 8 inch 5,027.90 1.54 15.50 0.006452 2.09 5,029.44 5,029.39 5,029.50 5,029.46 0.735,027.80 1.59 Scenario: 100-YRICG Node ReportTitle: Bank of Colorado - Elizabethx:\...\1443-067-00 boc elizabeth\stormsystem.stm03/17/21 11:05:18 AMInterwest Consulting Group© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666Project Engineer: Interwest Consulting GroupStormCAD v5.5 [5.5005]Page 1 of 1Label StructureDiameter(ft)RimElevation(ft)SumpElevation(ft)StructureDepth(ft)TailwaterElevation(ft)GroundElevation(ft)HeadlossCoefficientAdditionalFlow(cfs)HydraulicGradeLine In(ft)HydraulicGradeLine Out(ft)EnergyGradeLine In(ft)EnergyGradeLine Out(ft)DP a 5,030.50 5,027.90 2.60 5,030.50 0.73 5,029.44 5,029.44 5,029.50 5,029.50J-1 1.50 5,031.00 5,027.80 3.20 5,031.00 0.80 5,029.39 5,029.33 5,029.46 5,029.40J-2 1.50 5,030.70 5,027.50 3.20 5,030.70 0.60 5,029.13 5,029.09 5,029.19 5,029.15DP b 5,030.29 5,027.30 3.18 5,030.48 0.50 0.60 5,028.99 5,028.84 5,029.29 5,029.14J-3 4.00 5,031.00 5,026.20 4.80 5,031.00 0.50 5,026.95 5,026.83 5,027.18 5,027.07EX INLET 5,029.50 5,024.90 5.105,026.40 5,030.00 5,026.40 5,026.40 5,026.40 5,026.40 APPENDIX D WATER QUALITY AND LID INFORMATION Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION:Dutch Bros. - Kensington PROJECT NO:1380-165-00 COMPUTATIONS BY:es DATE:5/22/2019 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type B Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 100 Roofs: 0.95 90 Pavers: 0.50 40 Landscape Areas (Average, sandy) : 0.15 2 Landscape Areas (Steep, sandy) : 0.20 2 SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious TOTAL IMPERVIOUS AREA, SF (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) Existing Lot 0.25 10,970 1,594 7,608 0 0 1,768 0.83 83 9,202 Proposed Lot 0.25 10,970 1,720 6,635 0 310 2,305 0.79 78 8,665 Equations - Calculated C coefficients & % Impervious are area weighted C = Σ (Ci Ai) / At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 3-11-21 COFC FLOW.xls WEST ELIZABETH STREETLOT 1CAMPUSWESTREDEVELOPMENTWESTERLY 68.49'LOT 1 CAMPUS WEST SUB.RHYLVLoQV No.DDWH DHVFULSWLoQ B\ RHYLVLoQV No.DDWH DHVFULSWLoQ B\ PREPARED FOR PRO-. NO.DATE SCALE H SCALE V CHECKED BY DESIGNED BY PRO-ECT NAME 1218 W. Ash, Suite A Windsor , Colorado 80550 Phone: (970) 674-3300 Fax: (970) 674-3303 W. 68.49 FT. OF LOT 1, 2ND CAMPUS W. SUBDIVION BANK OF COLORADO EXISTING IMPERVIOUS AREA EXIBIT 03/16/2021 NA NA JL MPO1443-067-001of3BANK OF COLORADO 1609 E. HARMONY RD FORT COLLINS, COLORADO 80525 970-206-1160 010'2010510SCALE: 1" = PROPOSED MINOR CONTOURPROPOSED MAJOR CONTOUREXISTING MINOR CONTOUREXISTING MAJOR CONTOURLEGENDEXISTING IMPERVIOUS AREA= 9202 SF WEST ELIZABETH STREETLOT 1CAMPUSWESTREDEVELOPMENTWESTERLY 68.49'LOT 1 CAMPUS WEST SUB.RHYLVLoQV No.DDWH DHVFULSWLoQ B\ RHYLVLoQV No.DDWH DHVFULSWLoQ B\ PREPARED FOR PRO-. NO.DATE SCALE H SCALE V CHECKED BY DESI*NED BY PRO-ECT NAME 1218 W. Ash, Suite A Windsor , Colorado 80550 Phone: (970) 674-3300 Fax: (970) 674-3303 W. 68.49 FT. OF LOT 1, 2ND CAMPUS W. SUBDIVION BANK OF COLORADO PROPOSED IMPERVIOUS AREA EXIBIT 03/16/2021 NA NA JL MPO1443-067-002of3BANK OF COLORADO 1609 E. HARMONY RD FORT COLLINS, COLORADO 80525 970-206-1160 010'2010510SCALE: 1" = PROPOSED MINOR CONTOURPROPOSED MAJOR CONTOUREXISTING MINOR CONTOUREXISTING MAJOR CONTOURLE*ENDPROPOSED IMPERVIOUS AREA= 8665 SF WEST ELIZABETH STREETLOT 1CAMPUSWESTREDEVELOPMENTPROPOSED BUILDINGFF=5031.5WESTERLY 68.49'LOT 1 CAMPUS WEST SUB.LOT 2JOHN XXIIIUNIVERSITY CENTERLOT 1LESS WESTERLY 68.49'CAMPUS WEST SUB.RHYLVLoQV No.DDWH DHVFULSWLoQ B\ RHYLVLoQV No.DDWH DHVFULSWLoQ B\010'2010510SCALE: 1" = PROPOSED MINOR CONTOURPROPOSED MAJOR CONTOUREXISTING MINOR CONTOUREXISTING MAJOR CONTOURLEGENDPROPOSED/MODIFIED IMPERVIOUS AREANON-MODIFIED IMPERVIOUS AREAPREPARED FOR PROJ. NO.DATE SCALE H SCALE V CHECKED BY DESIGNED BY PROJECT NAME 1218 W. Ash, Suite A Windsor , Colorado 80550 Phone: (970) 674-3300 Fax: (970) 674-3303 W. 68.49 FT. OF LOT 1, 2ND CAMPUS W. SUBDIVION BANK OF COLORADO WATER QUALITY TREATMENT AREA EXHIBIT 03/22/2021 NA NA JL MPO1443-067-003of3BANK OF COLORADO 1609 E. HARMONY RD FORT COLLINS, COLORADO 80525 970-206-1160 Project Name: BANK OF COLORADO-ELIZABETHProject Number: 1443-067-00Company: INTERWEST CONSULTING GROUPDesigner: MPODate: 3/16/20211. Basin Storage VolumeA) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 89 %i = 0.89B) Contributing Watershed Area (Area) A = 0.13 acresC) Water Quality Capture Volume (WQCV) WQCV = 0.31 watershed inches(WQCV = a * (0.91 * i3 - 1.19 * i2 + 0.78i) )where a=0.80 for 12 hr drain timeD) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.004 ac-ft 178cf Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method ISOLATOR ROW - 1/2 of 2-Year Inflow LOCATION:BOC PROJECT NO: 1443-067-00 COMPUTATIONS BY: MPO DATE: 3/16/2021 Equations:Area trib. to pond =0.134 acre Developed flow = QD = CIA C (2) =0.89 Vol. In = Vi = T C I A = T QD Developed C A = 0.12 acre Vol. Out = Vo =K QPO T Release rate, QPO =0.0640 cfs storage = S = Vi - Vo K =1 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve with updated HALF OF 2-YEAR rainfall Storm Rainfall QD Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs)Vi Vo S S (min) (in/hr) (ft3) (ft 3) (ft 3) (ac-ft) 5 1.43 0.17 51 19 32 0.0007 6 1.34 0.16 57 23 34 0.0008 7 1.26 0.15 63 27 36 0.0008 8 1.20 0.14 69 31 38 0.0009 9 1.15 0.14 74 35 40 0.0009 10 1.11 0.13 79 38 41 0.0009 11 1.07 0.13 84 42 42 0.0010 12 1.03 0.12 88 46 42 0.0010 14 0.96 0.11 96 54 42 0.0010 16 0.91 0.11 104 61 42 0.0010 18 0.85 0.10 109 69 40 0.0009 20 0.81 0.10 115 77 38 0.0009 22 0.77 0.09 120 84 36 0.0008 24 0.73 0.09 125 92 33 0.0008 Provided Volume: 42 ft 3 0.001 acre-ft 3-16-21 Detention - isolator row.xls,FAA-100yr LOCATION:BOC PROJECT NO: 1443-067-00 COMPUTATIONS BY: MPO DATE: 3/16/2021 ABCDEFGHI JK WQCV (12 Hr.) WQ Flow (1/2 Q2) Chamber Type Single Chamber Release Rate Through Fabric* Volume in one Chamber Min Chambers for WQ Flow Through Fabric Chambers Provided Actual Release Rate Thru Fabric Required Storage Volume by FAA Method with Qin=B and Q out=H Min Number of Chambers (Bottom 12") for FAA Release Volume in Isolator Rows cf cfs cfs cf (B/D) (G*D) cfs CF (I/E) (G*E) 178 0.17 SC-160LP 0.008 6.85 21 8 0.064 42 7 54.8 * - Single Chamber = 18"x85" = 10.5 SF FABRIC Fabric Release @ 0.35 gal/min/SF = 3.7 gal/min/chamber 3.7 gal/min = 0.008 cfs Isolator Row Volume Check User Inputs Chamber Model: SC-160LP Outlet Control Structure: Yes Project Name: Bank of Col- orado-Elizabeth Engineer: N/A Project Location: Colorado Measurement Type: Imperial Required Storage Volume: 178 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Average Cover Over Chambers: 14 in. Design Constraint Dimensions:(7 ft. x 31 ft.) Results System Volume and Bed Size Installed Storage Volume: 180.95 cubic ft. Storage Volume Per Chamber: 6.85 cubic ft. Number Of Chambers Required: 7 Number Of End Caps Required: 4 Chamber Rows: 2 Maximum Length:30.93 ft. Maximum Width: 6.77 ft. Approx. Bed Size Required: 190.22 square ft. System Components Amount Of Stone Required: 12.31 cubic yards Volume Of Excavation (Not Including Fill): 14.09 cubic yards STORMTECH SC-160LP CHAMBER (not to scale) Nominal Chamber Specifications Size (L x W x H) 85.4” x 25” x 12” 2,170 mm x 635 mm x 305 mm Chamber Storage 6.85 ft3 (.19 m3) Min. Installed Storage* 15.0 ft3 (0.42 m3) Weight 24.0 lbs (10.9 kg) Shipping 132 chambers/pallet 144 end caps/pallet 12 pallets/truck *Assumes 6” (150 mm) stone above, 4” (100 mm) below and stone between chambers with 40% stone porosity. 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN 12" (300 mm) MIN 25" (635 mm)12" (300 mm) TYP DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 4" (100 mm) MIN WITH GEOGRID BX124GG 12" (300 mm) *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). SC-160LP END CAP NO SPACING REQUIRED BETWEEN CHAMBERS SINGLE LAYER OF GEOGRID BX124GG TO BE INSTALLED BETWEEN NON WOVEN GEOTEXTILE AND BASE STONE PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) SITE DESIGN ENGINEER IS RESPONSIBLE FOR THE ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET THE REQUIREMENTS FOR ASTM F2418 POLYPROPLENE (PP) CHAMBERS OR ASTM F922 POLYETHYLENE (PE) CHAMBERS EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #57 STORMTECH SC-160LP CHAMBER Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for commercial and municipal applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. The SC-160LP chamber was developed for infiltration and detention in shallow cover applications • Only 14” (350 mm) required from top of chamber to bottom of pavement • Only 12” (300 mm) tall THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com For more information on the StormTech SC-160LP Chamber and other ADS products, please contact our Customer Service Representatives at 1-800-821-6710 ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® is a registered trademark of StormTech, Inc. © 2017 Advanced Drainage Systems, Inc. #10992 09/17 CS SC-160LP CUMULATIVE STORAGE VOLUMES PER CHAMBER Assumes 40% Stone Porosity. Calculations are Based Upon a 4” (100 mm) Stone Base Under Chambers. Note: Add 0.49 ft3 (0.014 m3) of storage for each additional inch (25 mm) of stone foundation. Depth of Water in System Inches (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 22 (559)6.85 (0.194)14.98 (0.424) 21 (533)6.85 (0.194)14.49 (0.410) 20 (508)6.85 (0.194)14.00 (0.396) 19 (483)6.85 (0.194)13.50 (0.382) 18 (457)6.85 (0.194)13.01 (0.368) 17 (432)6.85 (0.194)12.51 (0.354) 16 (406)6.85 (0.194)12.02 (0.340) 15 (381)6.80 (0.193)11.49 (0.325) 14 (356)6.67 (0.189)10.92 (0.309) 13 (330)6.38 (0.181)10.25 (0.290) 12 (305)5.94 (0.168)9.49 (0.269) 11 (279)5.40 (0.153)8.67 (0.246) 10 (254)4.78 (0.135)7.81 (0.221) 9 (229)4.10 (0.116)6.91 (0.196) 8 (203)3.36 (0.095)5.97 (0.169) 7 (178)2.58 (0.073)5.01 (0.142) 6 (152)1.76 (0.050)4.02 (0.114) 5 (127)0.89 (0.025)3.01 (0.085) 4 (102)0 (0)1.98 (0.056) 3 (76)0 (0)1.48 (0.042) 2 (51)0 (0)0.99 (0.028) 1 (25)0 (0)0.49 (0.014) Stone Foundation Stone Cover ENGLISH TONS (yds3)Stone Foundation Depth 4”6”8” StormTech SC-3160LP 1.1 (0.8)1.2 (0.9)1.3 (0.9) METRIC KILOGRAMS (m3)100 mm 150 mm 200 mm StormTech SC-3160LP 952 (0.7)1,074 (0.8)1,197 (0.8) Note: Assumes 6” (150 mm) of stone above and only embedment stone between chambers. AMOUNT OF STONE PER CHAMBER Stone Foundation Depth 4” (100)8” (200)12” (300) StormTech SC-160LP 1.4 (1.1)1.6 (1.2)1.8 (1.3) Note: Assumes no row separation and 14” (350 mm) of cover. The volume of excavation will vary as depth of cover increases. VOLUME EXCAVATION PER CHAMBER YD3 (M3) TOOLDESIGN Working on a project? Visit us at www.stormtech.com and utilize the StormTech Design Tool Initial Anchoring of Chambers – Embedment Stone Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. Backﬁll chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Care should be taken when backﬁlling not to damage the chambers. Please refer to the allowable construction vehicle loads on page 6. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backﬁlled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm) MAX. Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour geotextile at inlet rows [min. 12.5 ft (3.8 m)] at each inlet end cap. Place a continuous piece (no seams, double layer) along entire length of Isolator® Row(s). Align the ﬁrst chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backﬁll process. Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. No spacing is required between chambers. Attaching the End Caps Prefabricated End Caps Isolator Row Lift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation. SC-160LP end caps can accept 8”(200mm) or 6”(150mm) manifold inlets. End caps can be ordered as an 8”(200mm) open hole or can be cored in the ﬁeld. Place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays ﬂat and extends the entire width of the chamber feet. StormTech Construction Guide An company REQUIRED MATERIALS AND EQUIPMENT LIST ~0RRT_cPQ[T [[\PcTaXP[b_TaCPQ[T ~F^eT]P]S]^]f^eT]VT^cTgcX[Tb ~Bc^a\CTRWb^[XST]SRP_bP]S_aTR^aTST]SRP_b ~Bc^a\CTRWRWP\QTab ~Bc^a\CTRW\P]XU^[SbP]S ccX]Vb IMPORTANT NOTES: A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. B. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement. Requirements for System Installation Excavate bed and prepare subgrade per engineer’s plans. Place non-woven geotextile over prepared soils and up excavation walls. Install underdrains if required. Place clean, crushed, angular stone foundation 6” (150 mm) or 4” (100 mm) with a single layer of Geogrid BX124GG. See plans for foundation stone design.Compact to achieve a ﬂat surface.SC-160LP1 2 ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of StormTech, Inc #11065 01/19 CS ©2019 Advanced Drainage Systems, Inc. NOTES: 1. 36” (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 14” (350 mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 14” (350 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini-excavators (< 8,000lbs/3,628 kg) can be used with at least 12” (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. 6. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backﬁll reaches 3 feet (900 mm) over the entire bed. Material Location Fill Depth over Chambers in. [mm] Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Max Axle Load for Trucks lbs [kN] Max Wheel Load for Loaders lbs [kN] Track Width in. [mm] Max Ground Pressure psf [kPa] Max Drum Weight or Dynamic Force lbs [kN] D Final Fill Material 36” [900] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 3420 [164] 2350 [113] 1850 [89] 1510 [72] 1310 [63] 38,000 [169] C Initial Fill Material 24” [600] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2480 [119] 1770 [85] 1430 [68] 1210 [58] 1070 [51] 20,000 [89] 24” [600] Loose/Dumped 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2245 [107] 1625 [78] 1325 [63] 1135 [54] 1010 [48] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 18” [450]32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2010 [96] 1480 [71] 1220 [58] 1060 [51] 950 [45] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] B Embedment Stone 12” [300]16,000 [71]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1540 [74] 1190 [57] 1010 [48] 910 [43] 840 [40] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 6” [150]8,000 [35]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1070 [51] 900 [43] 800 [38] 760 [36] 720 [34] NOT ALLOWED Material Location Placement Methods/ Restrictions Wheel Load Restrictions Track Load Restrictions Roller Load Restrictions See Table 2 for Maximum Construction Loads D Final Fill Material A variety of placement methods may be used. All construction loads must not exceed the maximum limits in Table 2. 36” (900 mm) minimum cover required for dump trucks to dump over chambers. Dozers to push parallel to rows until 36” (900mm) compaced cover is reached.4 Roller travel parallel to rows only until 36” (900 mm) compacted cover is reached. C Initial Fill Material Excavator positioned off bed recommended. Small excavator allowed over chambers. Small dozer allowed. Asphalt can be dumped into paver when compacted pavement subbase reaches 18” (450 mm) above top of chambers. Small LGP track dozers & skid loaders allowed to grade cover stone with at least 6” (150 mm) stone under tracks at all times. Equipment must push parallel to rows at all times. Use dynamic force of roller only after compacted ﬁll depth reaches 12” (300 mm) over chambers. Roller travel parallel to chamber rows only. B Embedment Stone No equipment allowed on bare chambers. Use excavator or stone conveyor positioned off bed or on foundation stone to evenly ﬁll around all chambers to at least the top of chambers. No wheel loads allowed. Material must be placed outside the limits of the chamber bed. No tracked equipment is allowed on chambers until a min. 6” (150 mm) cover stone is in place. No rollers allowed. A Foundation Stone No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing capacity, dewatering or protection of subgrade. Table 2 - Maximum Allowable Construction Vehicle Loads5 Table 3 - Placement Methods and Descriptions Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 Material Location Description AASHTO M43 Designation1 Compaction/Density Requirement D Final Fill: Fill Material for layer ‘D’ starts from the top of the ‘C’ layer to the bottom of ﬂexible pavement or unpaved ﬁnished grade above. Note that the pave- ment subbase may be part of the ‘D’ layer. Any soil/rock materials, native soils or per engineer’s plans. Check plans for pavement subgrade requirements. N/A Prepare per site design engineer’s plans. Paved installations may have stringent material and prepara- tion requirements. C Initial Fill: Fill Material for layer ‘C’ starts from the top of the embedment stone (‘B’ layer) to 18” (450 mm) above the top of the chamber. Note that pave- ment subbase may be part of the ‘C’ layer. Granular well-graded soil/ aggregate mixtures, <35% ﬁnes or processed aggregate. Most pavement subbase materials can be used in lieu of this layer. AASHTO M45 A-1, A-2-4, A-3 or AASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 Begin compaction after min. 12” (300 mm) of mate- rial over the chambers is reached. Compact additional layers in 6” (150 mm) max. lifts to a min. 95% Proctor density for well-graded material and 95% relative density for processed aggregate materials. Roller gross vehicle weight not to exceed 12,000 lbs (53 kN). Dynamic force not to exceed 20,000 lbs (89 kN) B Embedment Stone: Embedment Stone surrounding chambers from the foundation stone to the ‘C’ layer above. Clean, crushed, angular stone AASHTO M431 3, 357, 4, 467, 5, 56, 57 No compaction required. A Foundation Stone: Foundation Stone below the chambers from the subgrade up to the foot (bottom) of the chamber. Clean, crushed, angular stone,AASHTO M431 3, 357, 4, 467, 5, 56, 57 Place and compact in 6” (150 mm) lifts using two full coverages with a vibratory compactor.2, 3 Table 1- Acceptable Fill Materials Figure 1- Inspection Port Detail PLEASE NOTE: 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a speciﬁcation for #4 stone would state: “clean, crushed, angular no. 4 (AASHTO M43) stone”. 2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 6” (150 mm) (max) lifts using two full coverages with a vibratory compactor. 3. Where inﬁltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a ﬂat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Figure 2 - Fill Material Locations 5 D C B *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-160LP END CAP PERIMETER STONE 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS NO SPACING REQUIRED BETWEEN CHAMBERS 25" (635 mm) 12" (300 mm) MIN SINGLE LAYER OF GEOGRID BX124GG TO BE INSTALLED BETWEEN NON WOVEN GEOTEXTILE AND BASE STONE WHEN BASE STONE DEPTH < 6" (150 mm)SUBGRADE SOILS A DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 4" (100 mm) MIN WITH GEOGRID BX124GG 6" (150 mm) MIN WITHOUT GEOGRID 12" (300 mm) Backfill - Embedment Stone & Cover Stone Final Backfill of Chambers – Fill Material Final Backfill of Chambers – Fill Material StormTech Isolator Row Detail Continue evenly backﬁlling between rows and around perimeter until embedment stone reaches tops of chambers. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. Install non-woven geotextile over stone. Geotextile must overlap 24” (600 mm) min. where edges meet. Compact each lift of backﬁll as speciﬁed in the site design engineer’s drawings. Roller to travel parallel with rows. Small dozers and skid loaders may be used to ﬁnish grading stone backﬁll in accordance with ground pressure limits in Table 2. They must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends that the contractor inspect chambers before placing ﬁnal backﬁll. Any chambers damaged by construction shall be removed and replaced. 4 CONCRETE COLLAR PAVEMENT SC-160LP CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATION * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION SUMP DEPTH BY SITE DESIGN ENGINEER 8" (200 mm) HDPE ACCESS PIPE REQUIRED USE 8" OPEN END CAP PART #: SC160IEPP08 TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS SC-160LP CHAMBER CATCH BASIN OR MANHOLE Initial Anchoring of Chambers – Embedment Stone Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. Backﬁll chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Care should be taken when backﬁlling not to damage the chambers. Please refer to the allowable construction vehicle loads on page 6. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backﬁlled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm) MAX. Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour geotextile at inlet rows [min. 12.5 ft (3.8 m)] at each inlet end cap. Place a continuous piece (no seams, double layer) along entire length of Isolator® Row(s). Align the ﬁrst chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backﬁll process. Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. No spacing is required between chambers. Attaching the End Caps Prefabricated End Caps Isolator Row Lift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation. SC-160LP end caps can accept 8”(200mm) or 6”(150mm) manifold inlets. End caps can be ordered as an 8”(200mm) open hole or can be cored in the ﬁeld. Place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays ﬂat and extends the entire width of the chamber feet. StormTech Construction Guide An companyREQUIRED MATERIALS AND EQUIPMENT LIST~0RRT_cPQ[T [[\PcTaXP[b_TaCPQ[T ~F^eT]P]S]^]f^eT]VT^cTgcX[Tb ~Bc^a\CTRWb^[XST]SRP_bP]S_aTR^aTST]SRP_b~Bc^a\CTRWRWP\QTab~Bc^a\CTRW\P]XU^[SbP]S ccX]VbIMPORTANT NOTES:A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses.B. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement.Requirements for System InstallationExcavate bed and prepare subgrade perengineer’s plans.Place non-woven geotextile over prepared soilsand up excavation walls. Install underdrains ifrequired.Place clean, crushed, angular stone foundation6” (150 mm) or 4” (100 mm) with a single layer of Geogrid BX124GG. See plans for foundation stone design.Compact to achieve a ﬂat surface.SC-160LP1 2 Initial Anchoring of Chambers – Embedment Stone Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. Backﬁll chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Care should be taken when backﬁlling not to damage the chambers. Please refer to the allowable construction vehicle loads on page 6. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backﬁlled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm) MAX. Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour geotextile at inlet rows [min. 12.5 ft (3.8 m)] at each inlet end cap. Place a continuous piece (no seams, double layer) along entire length of Isolator® Row(s). Align the ﬁrst chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backﬁll process. Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. No spacing is required between chambers. Attaching the End Caps Prefabricated End Caps Isolator Row Lift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation. SC-160LP end caps can accept 8”(200mm) or 6”(150mm) manifold inlets. End caps can be ordered as an 8”(200mm) open hole or can be cored in the ﬁeld. Place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays ﬂat and extends the entire width of the chamber feet. StormTech Construction Guide An companyREQUIRED MATERIALS AND EQUIPMENT LIST~0RRT_cPQ[T [[\PcTaXP[b_TaCPQ[T ~F^eT]P]S]^]f^eT]VT^cTgcX[Tb ~Bc^a\CTRWb^[XST]SRP_bP]S_aTR^aTST]SRP_b~Bc^a\CTRWRWP\QTab~Bc^a\CTRW\P]XU^[SbP]S ccX]VbIMPORTANT NOTES:A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses.B. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement.Requirements for System InstallationExcavate bed and prepare subgrade perengineer’s plans.Place non-woven geotextile over prepared soilsand up excavation walls. Install underdrains ifrequired.Place clean, crushed, angular stone foundation6” (150 mm) or 4” (100 mm) with a single layer of Geogrid BX124GG. See plans for foundation stone design.Compact to achieve a ﬂat surface.SC-160LP1 2 ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of StormTech, Inc #11065 01/19 CS ©2019 Advanced Drainage Systems, Inc. NOTES: 1. 36” (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 14” (350 mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 14” (350 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini-excavators (< 8,000lbs/3,628 kg) can be used with at least 12” (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. 6. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backﬁll reaches 3 feet (900 mm) over the entire bed. Material Location Fill Depth over Chambers in. [mm] Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Max Axle Load for Trucks lbs [kN] Max Wheel Load for Loaders lbs [kN] Track Width in. [mm] Max Ground Pressure psf [kPa] Max Drum Weight or Dynamic Force lbs [kN] D Final Fill Material 36” [900] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 3420 [164] 2350 [113] 1850 [89] 1510 [72] 1310 [63] 38,000 [169] C Initial Fill Material 24” [600] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2480 [119] 1770 [85] 1430 [68] 1210 [58] 1070 [51] 20,000 [89] 24” [600] Loose/Dumped 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2245 [107] 1625 [78] 1325 [63] 1135 [54] 1010 [48] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 18” [450]32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2010 [96] 1480 [71] 1220 [58] 1060 [51] 950 [45] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] B Embedment Stone 12” [300]16,000 [71]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1540 [74] 1190 [57] 1010 [48] 910 [43] 840 [40] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 6” [150]8,000 [35]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1070 [51] 900 [43] 800 [38] 760 [36] 720 [34] NOT ALLOWED Material Location Placement Methods/ Restrictions Wheel Load Restrictions Track Load Restrictions Roller Load Restrictions See Table 2 for Maximum Construction Loads D Final Fill Material A variety of placement methods may be used. All construction loads must not exceed the maximum limits in Table 2. 36” (900 mm) minimum cover required for dump trucks to dump over chambers. Dozers to push parallel to rows until 36” (900mm) compaced cover is reached.4 Roller travel parallel to rows only until 36” (900 mm) compacted cover is reached. C Initial Fill Material Excavator positioned off bed recommended. Small excavator allowed over chambers. Small dozer allowed. Asphalt can be dumped into paver when compacted pavement subbase reaches 18” (450 mm) above top of chambers. Small LGP track dozers & skid loaders allowed to grade cover stone with at least 6” (150 mm) stone under tracks at all times. Equipment must push parallel to rows at all times. Use dynamic force of roller only after compacted ﬁll depth reaches 12” (300 mm) over chambers. Roller travel parallel to chamber rows only. B Embedment Stone No equipment allowed on bare chambers. Use excavator or stone conveyor positioned off bed or on foundation stone to evenly ﬁll around all chambers to at least the top of chambers. No wheel loads allowed. Material must be placed outside the limits of the chamber bed. No tracked equipment is allowed on chambers until a min. 6” (150 mm) cover stone is in place. No rollers allowed. A Foundation Stone No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing capacity, dewatering or protection of subgrade. Table 2 - Maximum Allowable Construction Vehicle Loads5 Table 3 - Placement Methods and Descriptions Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 Material Location Description AASHTO M43 Designation1 Compaction/Density Requirement D Final Fill: Fill Material for layer ‘D’ starts from the top of the ‘C’ layer to the bottom of ﬂexible pavement or unpaved ﬁnished grade above. Note that the pave- ment subbase may be part of the ‘D’ layer. Any soil/rock materials, native soils or per engineer’s plans. Check plans for pavement subgrade requirements. N/A Prepare per site design engineer’s plans. Paved installations may have stringent material and prepara- tion requirements. C Initial Fill: Fill Material for layer ‘C’ starts from the top of the embedment stone (‘B’ layer) to 18” (450 mm) above the top of the chamber. Note that pave- ment subbase may be part of the ‘C’ layer. Granular well-graded soil/ aggregate mixtures, <35% ﬁnes or processed aggregate. Most pavement subbase materials can be used in lieu of this layer. AASHTO M45 A-1, A-2-4, A-3 or AASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 Begin compaction after min. 12” (300 mm) of mate- rial over the chambers is reached. Compact additional layers in 6” (150 mm) max. lifts to a min. 95% Proctor density for well-graded material and 95% relative density for processed aggregate materials. Roller gross vehicle weight not to exceed 12,000 lbs (53 kN). Dynamic force not to exceed 20,000 lbs (89 kN) B Embedment Stone: Embedment Stone surrounding chambers from the foundation stone to the ‘C’ layer above. Clean, crushed, angular stone AASHTO M431 3, 357, 4, 467, 5, 56, 57 No compaction required. A Foundation Stone: Foundation Stone below the chambers from the subgrade up to the foot (bottom) of the chamber. Clean, crushed, angular stone,AASHTO M431 3, 357, 4, 467, 5, 56, 57 Place and compact in 6” (150 mm) lifts using two full coverages with a vibratory compactor.2, 3 Table 1- Acceptable Fill Materials Figure 1- Inspection Port Detail PLEASE NOTE: 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a speciﬁcation for #4 stone would state: “clean, crushed, angular no. 4 (AASHTO M43) stone”. 2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 6” (150 mm) (max) lifts using two full coverages with a vibratory compactor. 3. Where inﬁltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a ﬂat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Figure 2 - Fill Material Locations 5 D C B *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-160LP END CAP PERIMETER STONE 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS NO SPACING REQUIRED BETWEEN CHAMBERS 25" (635 mm) 12" (300 mm) MIN SINGLE LAYER OF GEOGRID BX124GG TO BE INSTALLED BETWEEN NON WOVEN GEOTEXTILE AND BASE STONE WHEN BASE STONE DEPTH < 6" (150 mm)SUBGRADE SOILS A DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 4" (100 mm) MIN WITH GEOGRID BX124GG 6" (150 mm) MIN WITHOUT GEOGRID 12" (300 mm) Backfill - Embedment Stone & Cover Stone Final Backfill of Chambers – Fill MaterialFinal Backfill of Chambers – Fill Material StormTech Isolator Row DetailContinue evenly backﬁlling between rows and around perimeter until embedment stone reaches tops of chambers. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. Install non-woven geotextile over stone. Geotextile must overlap 24” (600 mm) min. where edges meet. Compact each lift of backﬁll as speciﬁed in the site design engineer’s drawings. Roller to travel parallel with rows. Small dozers and skid loaders may be used to ﬁnish grading stone backﬁll in accordance with ground pressure limits in Table 2. They must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends that the contractor inspect chambers before placing ﬁnal backﬁll. Any chambers damaged by construction shall be removed and replaced. 4 CONCRETE COLLAR PAVEMENT SC-160LP CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATION * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION SUMP DEPTH BY SITEDESIGN ENGINEER 8" (200 mm) HDPE ACCESS PIPEREQUIRED USE 8" OPEN END CAPPART #: SC160IEPP08TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVENGEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSC-160LP CHAMBERCATCH BASINORMANHOLE Initial Anchoring of Chambers – Embedment Stone Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. Backﬁll chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Care should be taken when backﬁlling not to damage the chambers. Please refer to the allowable construction vehicle loads on page 6. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backﬁlled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm) MAX. Manifold, Scour Fabric and Chamber AssemblyInstall manifolds and lay out woven scourgeotextile at inlet rows [min. 12.5 ft (3.8 m)] ateach inlet end cap. Place a continuous piece(no seams, double layer) along entire length ofIsolator® Row(s).Align the ﬁrst chamber and end cap of eachrow with inlet pipes. Contractor may choose topostpone stone placement around end chambersand leave ends of rows open for easy inspectionof chambers during the backﬁll process.Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. No spacing is required between chambers.Attaching the End Caps Prefabricated End Caps Isolator RowLift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation.SC-160LP end caps can accept 8”(200mm) or 6”(150mm) manifold inlets. End caps can be ordered as an 8”(200mm) open hole or can be cored in the ﬁeld.Place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays ﬂat and extends the entire width of the chamber feet. StormTech Construction Guide An companyREQUIRED MATERIALS AND EQUIPMENT LIST~0RRT_cPQ[T [[\PcTaXP[b_TaCPQ[T ~F^eT]P]S]^]f^eT]VT^cTgcX[Tb ~Bc^a\CTRWb^[XST]SRP_bP]S_aTR^aTST]SRP_b~Bc^a\CTRWRWP\QTab~Bc^a\CTRW\P]XU^[SbP]S ccX]VbIMPORTANT NOTES:A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses.B. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement.Requirements for System InstallationExcavate bed and prepare subgrade perengineer’s plans.Place non-woven geotextile over prepared soilsand up excavation walls. Install underdrains ifrequired.Place clean, crushed, angular stone foundation6” (150 mm) or 4” (100 mm) with a single layer of Geogrid BX124GG. See plans for foundation stone design.Compact to achieve a ﬂat surface.SC-160LP12 Initial Anchoring of Chambers – Embedment Stone Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. Backﬁll chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Care should be taken when backﬁlling not to damage the chambers. Please refer to the allowable construction vehicle loads on page 6. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backﬁlled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm) MAX. Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour geotextile at inlet rows [min. 12.5 ft (3.8 m)] at each inlet end cap. Place a continuous piece (no seams, double layer) along entire length of Isolator® Row(s). Align the ﬁrst chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backﬁll process. Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. No spacing is required between chambers. Attaching the End Caps Prefabricated End Caps Isolator Row Lift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation. SC-160LP end caps can accept 8”(200mm) or 6”(150mm) manifold inlets. End caps can be ordered as an 8”(200mm) open hole or can be cored in the ﬁeld. Place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays ﬂat and extends the entire width of the chamber feet. StormTech Construction Guide An companyREQUIRED MATERIALS AND EQUIPMENT LIST~0RRT_cPQ[T [[\PcTaXP[b_TaCPQ[T ~F^eT]P]S]^]f^eT]VT^cTgcX[Tb ~Bc^a\CTRWb^[XST]SRP_bP]S_aTR^aTST]SRP_b~Bc^a\CTRWRWP\QTab~Bc^a\CTRW\P]XU^[SbP]S ccX]VbIMPORTANT NOTES:A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses.B. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement.Requirements for System InstallationExcavate bed and prepare subgrade perengineer’s plans.Place non-woven geotextile over prepared soilsand up excavation walls. Install underdrains ifrequired.Place clean, crushed, angular stone foundation6” (150 mm) or 4” (100 mm) with a single layer of Geogrid BX124GG. See plans for foundation stone design.Compact to achieve a ﬂat surface.SC-160LP1 2 ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of StormTech, Inc #11065 01/19 CS ©2019 Advanced Drainage Systems, Inc. NOTES: 1. 36” (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 14” (350 mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 14” (350 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini-excavators (< 8,000lbs/3,628 kg) can be used with at least 12” (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. 6. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backﬁll reaches 3 feet (900 mm) over the entire bed. Material Location Fill Depth over Chambers in. [mm] Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Max Axle Load for Trucks lbs [kN] Max Wheel Load for Loaders lbs [kN] Track Width in. [mm] Max Ground Pressure psf [kPa] Max Drum Weight or Dynamic Force lbs [kN] D Final Fill Material 36” [900] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 3420 [164] 2350 [113] 1850 [89] 1510 [72] 1310 [63] 38,000 [169] C Initial Fill Material 24” [600] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2480 [119] 1770 [85] 1430 [68] 1210 [58] 1070 [51] 20,000 [89] 24” [600] Loose/Dumped 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2245 [107] 1625 [78] 1325 [63] 1135 [54] 1010 [48] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 18” [450]32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2010 [96] 1480 [71] 1220 [58] 1060 [51] 950 [45] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] B Embedment Stone 12” [300]16,000 [71]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1540 [74] 1190 [57] 1010 [48] 910 [43] 840 [40] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 6” [150]8,000 [35]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1070 [51] 900 [43] 800 [38] 760 [36] 720 [34] NOT ALLOWED Material Location Placement Methods/ Restrictions Wheel Load Restrictions Track Load Restrictions Roller Load Restrictions See Table 2 for Maximum Construction Loads D Final Fill Material A variety of placement methods may be used. All construction loads must not exceed the maximum limits in Table 2. 36” (900 mm) minimum cover required for dump trucks to dump over chambers. Dozers to push parallel to rows until 36” (900mm) compaced cover is reached.4 Roller travel parallel to rows only until 36” (900 mm) compacted cover is reached. C Initial Fill Material Excavator positioned off bed recommended. Small excavator allowed over chambers. Small dozer allowed. Asphalt can be dumped into paver when compacted pavement subbase reaches 18” (450 mm) above top of chambers. Small LGP track dozers & skid loaders allowed to grade cover stone with at least 6” (150 mm) stone under tracks at all times. Equipment must push parallel to rows at all times. Use dynamic force of roller only after compacted ﬁll depth reaches 12” (300 mm) over chambers. Roller travel parallel to chamber rows only. B Embedment Stone No equipment allowed on bare chambers. Use excavator or stone conveyor positioned off bed or on foundation stone to evenly ﬁll around all chambers to at least the top of chambers. No wheel loads allowed. Material must be placed outside the limits of the chamber bed. No tracked equipment is allowed on chambers until a min. 6” (150 mm) cover stone is in place. No rollers allowed. A Foundation Stone No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing capacity, dewatering or protection of subgrade. Table 2 - Maximum Allowable Construction Vehicle Loads5 Table 3 - Placement Methods and Descriptions Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 Material Location Description AASHTO M43 Designation1 Compaction/Density Requirement D Final Fill: Fill Material for layer ‘D’ starts from the top of the ‘C’ layer to the bottom of ﬂexible pavement or unpaved ﬁnished grade above. Note that the pave- ment subbase may be part of the ‘D’ layer. Any soil/rock materials, native soils or per engineer’s plans. Check plans for pavement subgrade requirements. N/A Prepare per site design engineer’s plans. Paved installations may have stringent material and prepara- tion requirements. C Initial Fill: Fill Material for layer ‘C’ starts from the top of the embedment stone (‘B’ layer) to 18” (450 mm) above the top of the chamber. Note that pave- ment subbase may be part of the ‘C’ layer. Granular well-graded soil/ aggregate mixtures, <35% ﬁnes or processed aggregate. Most pavement subbase materials can be used in lieu of this layer. AASHTO M45 A-1, A-2-4, A-3 or AASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 Begin compaction after min. 12” (300 mm) of mate- rial over the chambers is reached. Compact additional layers in 6” (150 mm) max. lifts to a min. 95% Proctor density for well-graded material and 95% relative density for processed aggregate materials. Roller gross vehicle weight not to exceed 12,000 lbs (53 kN). Dynamic force not to exceed 20,000 lbs (89 kN) B Embedment Stone: Embedment Stone surrounding chambers from the foundation stone to the ‘C’ layer above. Clean, crushed, angular stone AASHTO M431 3, 357, 4, 467, 5, 56, 57 No compaction required. A Foundation Stone: Foundation Stone below the chambers from the subgrade up to the foot (bottom) of the chamber. Clean, crushed, angular stone,AASHTO M431 3, 357, 4, 467, 5, 56, 57 Place and compact in 6” (150 mm) lifts using two full coverages with a vibratory compactor.2, 3 Table 1- Acceptable Fill Materials Figure 1- Inspection Port Detail PLEASE NOTE: 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a speciﬁcation for #4 stone would state: “clean, crushed, angular no. 4 (AASHTO M43) stone”. 2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 6” (150 mm) (max) lifts using two full coverages with a vibratory compactor. 3. Where inﬁltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a ﬂat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Figure 2 - Fill Material Locations 5 D C B *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-160LP END CAP PERIMETER STONE 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS NO SPACING REQUIRED BETWEEN CHAMBERS 25" (635 mm) 12" (300 mm) MIN SINGLE LAYER OF GEOGRID BX124GG TO BE INSTALLED BETWEEN NON WOVEN GEOTEXTILE AND BASE STONE WHEN BASE STONE DEPTH < 6" (150 mm)SUBGRADE SOILS A DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 4" (100 mm) MIN WITH GEOGRID BX124GG 6" (150 mm) MIN WITHOUT GEOGRID 12" (300 mm) Backfill - Embedment Stone & Cover Stone Final Backfill of Chambers – Fill Material Final Backfill of Chambers – Fill Material StormTech Isolator Row Detail Continue evenly backﬁlling between rows and around perimeter until embedment stone reaches tops of chambers. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. Install non-woven geotextile over stone. Geotextile must overlap 24” (600 mm) min. where edges meet. Compact each lift of backﬁll as speciﬁed in the site design engineer’s drawings. Roller to travel parallel with rows. Small dozers and skid loaders may be used to ﬁnish grading stone backﬁll in accordance with ground pressure limits in Table 2. They must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends that the contractor inspect chambers before placing ﬁnal backﬁll. Any chambers damaged by construction shall be removed and replaced. 4 CONCRETE COLLAR PAVEMENT SC-160LP CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATION * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION SUMP DEPTH BY SITE DESIGN ENGINEER 8" (200 mm) HDPE ACCESS PIPE REQUIRED USE 8" OPEN END CAP PART #: SC160IEPP08 TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS SC-160LP CHAMBER CATCH BASIN OR MANHOLE ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of StormTech, Inc #11065 01/19 CS ©2019 Advanced Drainage Systems, Inc. NOTES: 1. 36” (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 14” (350 mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 14” (350 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini-excavators (< 8,000lbs/3,628 kg) can be used with at least 12” (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. 6. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backﬁll reaches 3 feet (900 mm) over the entire bed. Material Location Fill Depth over Chambers in. [mm] Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Max Axle Load for Trucks lbs [kN] Max Wheel Load for Loaders lbs [kN] Track Width in. [mm] Max Ground Pressure psf [kPa] Max Drum Weight or Dynamic Force lbs [kN] D Final Fill Material 36” [900] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 3420 [164] 2350 [113] 1850 [89] 1510 [72] 1310 [63] 38,000 [169] C Initial Fill Material 24” [600] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2480 [119] 1770 [85] 1430 [68] 1210 [58] 1070 [51] 20,000 [89] 24” [600] Loose/Dumped 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2245 [107] 1625 [78] 1325 [63] 1135 [54] 1010 [48] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 18” [450]32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2010 [96] 1480 [71] 1220 [58] 1060 [51] 950 [45] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] B Embedment Stone 12” [300]16,000 [71]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1540 [74] 1190 [57] 1010 [48] 910 [43] 840 [40] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 6” [150]8,000 [35]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1070 [51] 900 [43] 800 [38] 760 [36] 720 [34] NOT ALLOWED Material Location Placement Methods/ Restrictions Wheel Load Restrictions Track Load Restrictions Roller Load Restrictions See Table 2 for Maximum Construction Loads D Final Fill Material A variety of placement methods may be used. All construction loads must not exceed the maximum limits in Table 2. 36” (900 mm) minimum cover required for dump trucks to dump over chambers. Dozers to push parallel to rows until 36” (900mm) compaced cover is reached.4 Roller travel parallel to rows only until 36” (900 mm) compacted cover is reached. C Initial Fill Material Excavator positioned off bed recommended. Small excavator allowed over chambers. Small dozer allowed. Asphalt can be dumped into paver when compacted pavement subbase reaches 18” (450 mm) above top of chambers. Small LGP track dozers & skid loaders allowed to grade cover stone with at least 6” (150 mm) stone under tracks at all times. Equipment must push parallel to rows at all times. Use dynamic force of roller only after compacted ﬁll depth reaches 12” (300 mm) over chambers. Roller travel parallel to chamber rows only. B Embedment Stone No equipment allowed on bare chambers. Use excavator or stone conveyor positioned off bed or on foundation stone to evenly ﬁll around all chambers to at least the top of chambers. No wheel loads allowed. Material must be placed outside the limits of the chamber bed. No tracked equipment is allowed on chambers until a min. 6” (150 mm) cover stone is in place. No rollers allowed. A Foundation Stone No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing capacity, dewatering or protection of subgrade. Table 2 - Maximum Allowable Construction Vehicle Loads5 Table 3 - Placement Methods and Descriptions Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 Material Location Description AASHTO M43 Designation1 Compaction/Density Requirement D Final Fill: Fill Material for layer ‘D’ starts from the top of the ‘C’ layer to the bottom of ﬂexible pavement or unpaved ﬁnished grade above. Note that the pave- ment subbase may be part of the ‘D’ layer. Any soil/rock materials, native soils or per engineer’s plans. Check plans for pavement subgrade requirements. N/A Prepare per site design engineer’s plans. Paved installations may have stringent material and prepara- tion requirements. C Initial Fill: Fill Material for layer ‘C’ starts from the top of the embedment stone (‘B’ layer) to 18” (450 mm) above the top of the chamber. Note that pave- ment subbase may be part of the ‘C’ layer. Granular well-graded soil/ aggregate mixtures, <35% ﬁnes or processed aggregate. Most pavement subbase materials can be used in lieu of this layer. AASHTO M45 A-1, A-2-4, A-3 or AASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 Begin compaction after min. 12” (300 mm) of mate- rial over the chambers is reached. Compact additional layers in 6” (150 mm) max. lifts to a min. 95% Proctor density for well-graded material and 95% relative density for processed aggregate materials. Roller gross vehicle weight not to exceed 12,000 lbs (53 kN). Dynamic force not to exceed 20,000 lbs (89 kN) B Embedment Stone: Embedment Stone surrounding chambers from the foundation stone to the ‘C’ layer above. Clean, crushed, angular stone AASHTO M431 3, 357, 4, 467, 5, 56, 57 No compaction required. A Foundation Stone: Foundation Stone below the chambers from the subgrade up to the foot (bottom) of the chamber. Clean, crushed, angular stone,AASHTO M431 3, 357, 4, 467, 5, 56, 57 Place and compact in 6” (150 mm) lifts using two full coverages with a vibratory compactor.2, 3 Table 1- Acceptable Fill Materials Figure 1- Inspection Port Detail PLEASE NOTE: 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a speciﬁcation for #4 stone would state: “clean, crushed, angular no. 4 (AASHTO M43) stone”. 2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 6” (150 mm) (max) lifts using two full coverages with a vibratory compactor. 3. Where inﬁltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a ﬂat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Figure 2 - Fill Material Locations 5 D C B *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-160LP END CAP PERIMETER STONE 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS NO SPACING REQUIRED BETWEEN CHAMBERS 25" (635 mm) 12" (300 mm) MIN SINGLE LAYER OF GEOGRID BX124GG TO BE INSTALLED BETWEEN NON WOVEN GEOTEXTILE AND BASE STONE WHEN BASE STONE DEPTH < 6" (150 mm)SUBGRADE SOILS A DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 4" (100 mm) MIN WITH GEOGRID BX124GG 6" (150 mm) MIN WITHOUT GEOGRID 12" (300 mm) Backfill - Embedment Stone & Cover Stone Final Backfill of Chambers – Fill MaterialFinal Backfill of Chambers – Fill Material StormTech Isolator Row DetailContinue evenly backﬁlling between rows and around perimeter until embedment stone reaches tops of chambers. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. Install non-woven geotextile over stone. Geotextile must overlap 24” (600 mm) min. where edges meet. Compact each lift of backﬁll as speciﬁed in the site design engineer’s drawings. Roller to travel parallel with rows.Small dozers and skid loaders may be used to ﬁnish grading stone backﬁll in accordance with ground pressure limits in Table 2. They must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends that the contractor inspect chambers before placing ﬁnal backﬁll. Any chambers damaged by construction shall be removed and replaced.4 CONCRETE COLLAR PAVEMENT SC-160LP CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATION * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION SUMP DEPTH BY SITEDESIGN ENGINEER 8" (200 mm) HDPE ACCESS PIPEREQUIRED USE 8" OPEN END CAPPART #: SC160IEPP08TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVENGEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSC-160LP CHAMBERCATCH BASINORMANHOLEInitial Anchoring of Chambers – Embedment Stone Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. Backﬁll chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Care should be taken when backﬁlling not to damage the chambers. Please refer to the allowable construction vehicle loads on page 6. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backﬁlled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm) MAX. Manifold, Scour Fabric and Chamber AssemblyInstall manifolds and lay out woven scourgeotextile at inlet rows [min. 12.5 ft (3.8 m)] ateach inlet end cap. Place a continuous piece(no seams, double layer) along entire length ofIsolator® Row(s).Align the ﬁrst chamber and end cap of eachrow with inlet pipes. Contractor may choose topostpone stone placement around end chambersand leave ends of rows open for easy inspectionof chambers during the backﬁll process.Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. No spacing is required between chambers.Attaching the End Caps Prefabricated End Caps Isolator RowLift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation.SC-160LP end caps can accept 8”(200mm) or 6”(150mm) manifold inlets. End caps can be ordered as an 8”(200mm) open hole or can be cored in the ﬁeld.Place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays ﬂat and extends the entire width of the chamber feet. StormTech Construction Guide An companyREQUIRED MATERIALS AND EQUIPMENT LIST~0RRT_cPQ[T [[\PcTaXP[b_TaCPQ[T ~F^eT]P]S]^]f^eT]VT^cTgcX[Tb ~Bc^a\CTRWb^[XST]SRP_bP]S_aTR^aTST]SRP_b~Bc^a\CTRWRWP\QTab~Bc^a\CTRW\P]XU^[SbP]S ccX]VbIMPORTANT NOTES:A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses.B. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement.Requirements for System InstallationExcavate bed and prepare subgrade perengineer’s plans.Place non-woven geotextile over prepared soilsand up excavation walls. Install underdrains ifrequired.Place clean, crushed, angular stone foundation6” (150 mm) or 4” (100 mm) with a single layer of Geogrid BX124GG. See plans for foundation stone design.Compact to achieve a ﬂat surface.SC-160LP12Initial Anchoring of Chambers – Embedment Stone Backfill of Chambers – Embedment Stone UNEVEN BACKFILL Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. Backﬁll chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. EVEN BACKFILL Care should be taken when backﬁlling not to damage the chambers. Please refer to the allowable construction vehicle loads on page 6. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backﬁlled, with stone extended horizontally to the excavation wall. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 12" (300 mm) MAX. Manifold, Scour Fabric and Chamber AssemblyInstall manifolds and lay out woven scourgeotextile at inlet rows [min. 12.5 ft (3.8 m)] ateach inlet end cap. Place a continuous piece(no seams, double layer) along entire length ofIsolator® Row(s).Align the ﬁrst chamber and end cap of eachrow with inlet pipes. Contractor may choose topostpone stone placement around end chambersand leave ends of rows open for easy inspectionof chambers during the backﬁll process.Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled “Lower Joint – Overlap Here” and “Build this direction – Upper Joint” Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. No spacing is required between chambers.Attaching the End Caps Prefabricated End Caps Isolator RowLift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation.SC-160LP end caps can accept 8”(200mm) or 6”(150mm) manifold inlets. End caps can be ordered as an 8”(200mm) open hole or can be cored in the ﬁeld.Place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays ﬂat and extends the entire width of the chamber feet. StormTech Construction Guide An companyREQUIRED MATERIALS AND EQUIPMENT LIST~0RRT_cPQ[T [[\PcTaXP[b_TaCPQ[T ~F^eT]P]S]^]f^eT]VT^cTgcX[Tb ~Bc^a\CTRWb^[XST]SRP_bP]S_aTR^aTST]SRP_b~Bc^a\CTRWRWP\QTab~Bc^a\CTRW\P]XU^[SbP]S ccX]VbIMPORTANT NOTES:A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses.B. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement.Requirements for System InstallationExcavate bed and prepare subgrade perengineer’s plans.Place non-woven geotextile over prepared soilsand up excavation walls. Install underdrains ifrequired.Place clean, crushed, angular stone foundation6” (150 mm) or 4” (100 mm) with a single layer of Geogrid BX124GG. See plans for foundation stone design.Compact to achieve a ﬂat surface.SC-160LP12 ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of StormTech, Inc #11065 01/19 CS ©2019 Advanced Drainage Systems, Inc. NOTES: 1. 36” (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 14” (350 mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 14” (350 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini-excavators (< 8,000lbs/3,628 kg) can be used with at least 12” (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. 6. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backﬁll reaches 3 feet (900 mm) over the entire bed. Material Location Fill Depth over Chambers in. [mm] Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Max Axle Load for Trucks lbs [kN] Max Wheel Load for Loaders lbs [kN] Track Width in. [mm] Max Ground Pressure psf [kPa] Max Drum Weight or Dynamic Force lbs [kN] D Final Fill Material 36” [900] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 3420 [164] 2350 [113] 1850 [89] 1510 [72] 1310 [63] 38,000 [169] C Initial Fill Material 24” [600] Compacted 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2480 [119] 1770 [85] 1430 [68] 1210 [58] 1070 [51] 20,000 [89] 24” [600] Loose/Dumped 32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2245 [107] 1625 [78] 1325 [63] 1135 [54] 1010 [48] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 18” [450]32,000 [142]16,000 [71]12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 2010 [96] 1480 [71] 1220 [58] 1060 [51] 950 [45] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] B Embedment Stone 12” [300]16,000 [71]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1540 [74] 1190 [57] 1010 [48] 910 [43] 840 [40] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 6” [150]8,000 [35]NOT ALLOWED 12” [305] 18” [457] 24” [610] 30” [762] 36” [914] 1070 [51] 900 [43] 800 [38] 760 [36] 720 [34] NOT ALLOWED Material Location Placement Methods/ Restrictions Wheel Load Restrictions Track Load Restrictions Roller Load Restrictions See Table 2 for Maximum Construction Loads D Final Fill Material A variety of placement methods may be used. All construction loads must not exceed the maximum limits in Table 2. 36” (900 mm) minimum cover required for dump trucks to dump over chambers. Dozers to push parallel to rows until 36” (900mm) compaced cover is reached.4 Roller travel parallel to rows only until 36” (900 mm) compacted cover is reached. C Initial Fill Material Excavator positioned off bed recommended. Small excavator allowed over chambers. Small dozer allowed. Asphalt can be dumped into paver when compacted pavement subbase reaches 18” (450 mm) above top of chambers. Small LGP track dozers & skid loaders allowed to grade cover stone with at least 6” (150 mm) stone under tracks at all times. Equipment must push parallel to rows at all times. Use dynamic force of roller only after compacted ﬁll depth reaches 12” (300 mm) over chambers. Roller travel parallel to chamber rows only. B Embedment Stone No equipment allowed on bare chambers. Use excavator or stone conveyor positioned off bed or on foundation stone to evenly ﬁll around all chambers to at least the top of chambers. No wheel loads allowed. Material must be placed outside the limits of the chamber bed. No tracked equipment is allowed on chambers until a min. 6” (150 mm) cover stone is in place. No rollers allowed. A Foundation Stone No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing capacity, dewatering or protection of subgrade. Table 2 - Maximum Allowable Construction Vehicle Loads5 Table 3 - Placement Methods and Descriptions Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 Material Location Description AASHTO M43 Designation1 Compaction/Density RequirementD Final Fill: Fill Material for layer ‘D’ starts from the top of the ‘C’ layer to the bottom of ﬂexible pavement or unpaved ﬁnished grade above. Note that the pave-ment subbase may be part of the ‘D’ layer.Any soil/rock materials, native soils or per engineer’s plans. Check plans for pavement subgrade requirements.N/A Prepare per site design engineer’s plans. Paved installations may have stringent material and prepara-tion requirements.C Initial Fill: Fill Material for layer ‘C’ starts from the top of the embedment stone (‘B’ layer) to 18” (450 mm) above the top of the chamber. Note that pave-ment subbase may be part of the ‘C’ layer.Granular well-graded soil/aggregate mixtures, <35% ﬁnes or processed aggregate. Most pavement subbase materials can be used in lieu of this layer.AASHTO M45A-1, A-2-4, A-3orAASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 Begin compaction after min. 12” (300 mm) of mate-rial over the chambers is reached. Compact additional layers in 6” (150 mm) max. lifts to a min. 95% Proctor density for well-graded material and 95% relative density for processed aggregate materials. Roller gross vehicle weight not to exceed 12,000 lbs (53 kN). Dynamic force not to exceed 20,000 lbs (89 kN)B Embedment Stone: Embedment Stone surrounding chambers from the foundation stone to the ‘C’ layer above.Clean, crushed, angular stone AASHTO M4313, 357, 4, 467, 5, 56, 57 No compaction required.A Foundation Stone: Foundation Stone below the chambers from the subgrade up to the foot (bottom) of the chamber.Clean, crushed, angular stone,AASHTO M4313, 357, 4, 467, 5, 56, 57 Place and compact in 6” (150 mm) lifts using two fullcoverages with a vibratory compactor.2, 3Table 1- Acceptable Fill Materials Figure 1- Inspection Port DetailPLEASE NOTE:1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a speciﬁcation for #4 stone would state: “clean, crushed, angular no. 4 (AASHTO M43) stone”.2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 6” (150 mm) (max) lifts using two full coverages with a vibratory compactor.3. Where inﬁltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a ﬂat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements.Figure 2 - Fill Material Locations 5DCB*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 20" (510 mm).PAVEMENT LAYER (DESIGNED BYSITE DESIGN ENGINEER)SC-160LPEND CAPPERIMETER STONE 14"(350 mm)MIN*10'(3.0 m)MAX6" (150 mm)MINEXCAVATION WALL(CAN BE SLOPED OR VERTICAL)12" (300 mm) MINADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEANCRUSHED, ANGULAR STONE IN A & B LAYERS NO SPACING REQUIREDBETWEEN CHAMBERS 25"(635 mm)12" (300 mm)MINSINGLE LAYER OF GEOGRID BX124GG TO BE INSTALLEDBETWEEN NON WOVEN GEOTEXTILE AND BASE STONEWHEN BASE STONE DEPTH < 6" (150 mm)SUBGRADE SOILSA DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER4" (100 mm) MIN WITH GEOGRID BX124GG6" (150 mm) MIN WITHOUT GEOGRID12"(300 mm)Backfill - Embedment Stone & Cover Stone Final Backfill of Chambers – Fill MaterialFinal Backfill of Chambers – Fill Material StormTech Isolator Row DetailContinue evenly backﬁlling between rows and around perimeter until embedment stone reaches tops of chambers. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. Install non-woven geotextile over stone. Geotextile must overlap 24” (600 mm) min. where edges meet. Compact each lift of backﬁll as speciﬁed in the site design engineer’s drawings. Roller to travel parallel with rows.Small dozers and skid loaders may be used to ﬁnish grading stone backﬁll in accordance with ground pressure limits in Table 2. They must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends that the contractor inspect chambers before placing ﬁnal backﬁll. Any chambers damaged by construction shall be removed and replaced.4CONCRETE COLLARPAVEMENT SC-160LP CHAMBERFLEXSTORM CATCH ITPART# 6212NYFXWITH USE OF OPEN GRATE6" (150 mm) INSERTA TEEPART# 6P26FBSTIP*INSERTA TEE TO BE CENTEREDON CORRUGATION CREST 6" (150 mm) SDR35 PIPE12" (300 mm) NYLOPLAST INLINEDRAIN BODY W/SOLID HINGEDCOVER OR GRATEPART# 2712AG6IP*SOLID COVER: 1299CGC*GRATE: 1299CGS18" (450 mm) MIN WIDTHCONCRETE SLAB8" (200 mm) MIN THICKNESS CONCRETE COLLARNOT REQUIRED FORUNPAVED APPLICATION* THE PART# 2712AG6IPKIT CAN BEUSED TO ORDER ALL NECESSARYCOMPONENTS FOR A SOLID LIDINSPECTION PORT INSTALLATIONSUMP DEPTH BY SITEDESIGN ENGINEER 8" (200 mm) HDPE ACCESS PIPEREQUIRED USE 8" OPEN END CAPPART #: SC160IEPP08TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVENGEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSC-160LP CHAMBERCATCH BASINORMANHOLE Impervious Area 5,690 sf Required Minimum Impervious Area to be Treated 4,268 sf Treatment - Underground WQ System 5,412 sf Total impervious Area Treated 5,412 sf Actual % of Impervious Area On-Site Treated by LID 95 % 75% On-Site Treatment by LID Requirement LID Table APPENDIX E SOILS INFO AND REFERENCE MATERIALS Hydrologic Soil Group—Larimer County Area, Colorado (Bank of Colorado-Elizabeth) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/11/2021 Page 1 of 4449147744914844491491449149844915054491512449151944915264491533449147744914844491491449149844915054491512449151944915264491533491574491581491588491595491602491609491616 491574 491581 491588 491595 491602 491609 491616 40° 34' 28'' N 105° 5' 58'' W40° 34' 28'' N105° 5' 56'' W40° 34' 26'' N 105° 5' 58'' W40° 34' 26'' N 105° 5' 56'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 10 20 40 60 Feet 0 4 8 16 24 Meters Map Scale: 1:295 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (Bank of Colorado-Elizabeth) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/11/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 76 Nunn clay loam, wet, 1 to 3 percent slopes C 0.3 100.0% Totals for Area of Interest 0.3 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Hydrologic Soil Group—Larimer County Area, Colorado Bank of Colorado-Elizabeth Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/11/2021 Page 3 of 4 Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Bank of Colorado-Elizabeth Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/11/2021 Page 4 of 4 City of Fort Collins Stormwater Criteria Manual APPENDIX F FLOODPLAIN REVIEW CHECKLIST Printed: 03/15/2021. All floodplain boundaries are approximate. This information is based on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of Fort Collins Master Drainageway Plans. This letter does not imply that the referenced property will or will not be free from flooding or damage. A property not in the Special Flood Hazard Area or in a City Designated Floodplain may be damaged by a flood greater than that predicted on the map or from a local drainage problem not shown on the map. This map does not create liability on the part of the City, or any officer or employee thereof, for any damage that results from reliance on this information. City Flood Risk Map Moderate Risk May include: - Areas of FEMA 500-year floodplain (FEMA Zone X-shaded). - Areas of FEMA or City 100-year floodplain (sheet flow) with average depths of less than 1 foot. - Areas protected by levees from the 100-year flood. Low Risk Areas outside of FEMA and City mapped 100-year and 500-year floodplains. Local drainage problems may still exist. City Flood Fringe - May Include: - Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AO, and AH) - Areas of City 100-year floodplain including ponding areas and sheet flow areas with average depths of 1-3 feet. There is a 1% annual chance that these areas will be flooded. High Risk City Floodway - Area of 100-year floodplain with greatest depths and fastest velocities. 0 20 40 60 8010 Feet 5030ft NAVD88 5031ft NAVD88 1305 W ELIZABETH ST